CN111677329A - Construction method for reinforcing concrete beam by prestressed steel wire rope - Google Patents

Construction method for reinforcing concrete beam by prestressed steel wire rope Download PDF

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Publication number
CN111677329A
CN111677329A CN202010574425.9A CN202010574425A CN111677329A CN 111677329 A CN111677329 A CN 111677329A CN 202010574425 A CN202010574425 A CN 202010574425A CN 111677329 A CN111677329 A CN 111677329A
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steel
steel wire
wire rope
concrete
fulcrum
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叶香竹
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00Working measures on existing buildings
    • E04G23/02Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218Increasing or restoring the load-bearing capacity of building construction elements
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08Members specially adapted to be used in prestressed constructions

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  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
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  • Electrochemistry (AREA)
  • Mechanical Engineering (AREA)
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  • Reinforcement Elements For Buildings (AREA)

Abstract

The invention discloses a construction method for reinforcing a concrete beam by using prestressed steel wire ropes, which is characterized by comprising the following construction steps: (1) drilling preset through holes at the designated positions of two corners at the bottom of the steel beam; (2) chiseling concrete below the concrete beam, exposing the main reinforcement, and welding the steel beam and the main reinforcement; (3) stripping the surface of the brick wall, painting, drilling an annular brick groove, and welding a steel plate forming the steel anchoring hoop into a whole through the annular brick groove; (4) drilling a preformed hole on the concrete floor; (5) fixing the steel wire rope of the middle fulcrum on the steel anchoring hoop by penetrating through the pre-punched hole at the corner part of the bottom of the steel beam, and installing a turn buckle between the steel wire rope and the steel anchoring hoop; (6) prestress is applied to the center supporting point steel wire rope through the turn buckle; (7) sealing a gap between the steel wire rope and the reserved hole of the concrete floor by using high-strength glue; (8) and two sides of the concrete beam are painted by adopting high-strength mortar.

Description

Construction method for reinforcing concrete beam by prestressed steel wire rope
Technical Field
The invention relates to a construction method for reinforcing a concrete beam by using prestressed steel wire ropes, which is suitable for the field of buildings.
Background
When the bearing capacity of the concrete beam is insufficient, the traditional method is to adopt a steel beam to reinforce the bottom of the concrete beam, and the method mainly has the following defects: the rigidity of the steel beam is different from that of the concrete beam, the deformation of the steel beam is inconsistent with that of the concrete beam under the stress condition, and the steel beam and the concrete floor slab are difficult to cooperatively bear force. Tests show that the bearing capacity of the steel beam is usually less than 50% when the concrete beam reaches the failure edge, and the bearing capacity of the steel beam is limited.
Disclosure of Invention
The invention provides a construction method for reinforcing a concrete beam by prestressed steel wire ropes, which solves the problem of insufficient bearing capacity of the concrete beam.
In order to improve the bearing capacity exertion degree of the steel beam in the stress process, a pre-pressing technical means is adopted for concrete at the lower part of the concrete beam, and because a larger bending moment can be generated at the middle position of the concrete beam in the stress process, the concrete at the lower part of the section of the concrete beam at the middle position can be subjected to a tension phenomenon, and the concrete at the position is easy to be subjected to tension failure when the upper load is continuously increased, a pre-pressing point is required to be arranged at the position. In addition, the anti-bending points are easy to appear at the 1/4 position and the 3/4 position along the span direction, the shearing force is large, the pre-pressing point is arranged at the position, so that the steel beam participates in the stress as early as possible, and the stress condition of the concrete beam is greatly relieved.
The invention comprises the technical scheme of reinforcing the concrete beam structure by adopting the prestressed steel wire ropes, or the technical scheme of reinforcing the concrete beam structure by adopting the prestressed steel stranded wires, or the technical scheme of reinforcing the concrete beam structure by adopting the prestressed support rods.
The technical scheme of the prestressed steel wire rope reinforced concrete beam structure adopts the following steps: the steel beam is arranged below the concrete beam and is made of channel steel, a main rib of the concrete beam is welded with the steel beam, a left steel wire rope and a right steel wire rope are arranged in the middle of the span of the concrete beam, the left steel wire rope and the right steel wire rope are respectively provided with two middle fulcrum steel wire ropes, each middle fulcrum steel wire rope is respectively arranged on two sides of the concrete beam, two corners of the bottom of the steel beam are respectively provided with a pre-perforation, the pre-perforation is in the middle of the span of the concrete beam along the span direction, the diameter of the pre-perforation is 28mm, the diameter of the middle fulcrum steel wire rope is 25mm, the middle fulcrum steel wire rope penetrates through the pre-perforation and a concrete floor preformed hole to be fixed on a steel anchoring hoop, the diameter of the concrete floor preformed hole is 28mm, a turnbuckle is arranged inside the steel wire rope and is positioned above the concrete floor, the steel anchoring hoop connected with the middle steel wire rope fulcrum is, the steel anchoring hoops are arranged around the brick wall, the cross sections of the steel anchoring hoops are square, the thickness of steel plates forming the steel anchoring hoops is 15-18 mm, and the width of the steel plates is 120-150 mm; the concrete beam is provided with two side fulcrum steel wire ropes at 1/4 positions along the span direction, each side fulcrum steel wire rope is respectively positioned at two sides of the concrete beam, two corners of the bottom of the steel beam are respectively provided with a pre-perforation hole, the diameter of the pre-perforation hole is 28mm, the diameter of each side fulcrum steel wire rope is 25mm, each side fulcrum steel wire rope penetrates through the pre-perforation hole and the concrete floor to be fixed on a steel anchoring hoop, a turnbuckle is arranged inside each steel wire rope, the turnbuckle is positioned above the concrete floor, and the steel anchoring hoops connected with the side fulcrum steel wire ropes are arranged at 300-400 mm positions above the concrete floor; the concrete beam sets up two limit fulcrum wire ropes along span direction 3/4 position, every limit fulcrum wire rope is located the concrete beam both sides respectively, two bights in girder steel bottom set up the pre-perforation respectively, the diameter of pre-perforation is 28mm, limit fulcrum wire rope diameter is 25mm, limit fulcrum wire rope passes the pre-perforation and fixes at the steel anchor hoop with the concrete floor, the turnbuckle sets up between wire rope and steel anchor hoop, the turnbuckle position is in concrete floor top, the steel anchor hoop setting with limit fulcrum wire rope hookup is 300 ~ 400mm position above the concrete floor.
The construction steps comprise:
(1) drilling preset through holes at the designated positions of two corners at the bottom of the steel beam;
(2) chiseling concrete below the concrete beam, exposing the main reinforcement, and welding the steel beam and the main reinforcement;
(3) stripping the surface of the brick wall, painting, drilling an annular brick groove, and welding a steel plate forming the steel anchoring hoop into a whole through the annular brick groove;
(4) drilling a preformed hole on the concrete floor;
(5) fixing the steel wire rope of the middle fulcrum on the steel anchoring hoop by penetrating through the pre-punched hole at the corner part of the bottom of the steel beam, and installing a turn buckle between the steel wire rope and the steel anchoring hoop;
(6) prestress is applied to the middle fulcrum steel wire rope through the turn buckle, four-stage tensioning is adopted for prestress application, the first-stage prestress is 0.5kN, the load holding time is 15min, the second-stage prestress is 1.5kN, the load holding time is 30min, the third-stage prestress is 2.5kN, the load holding time is 30min, and the fourth-stage prestress is 3.5 kN. And symmetrically tensioning the two middle fulcrum steel wire ropes. After the prestress application of the middle fulcrum steel wire rope is finished, prestress is applied to the side fulcrum steel wire rope, four-stage tensioning is adopted for the prestress application of the side fulcrum steel wire rope, 0.4kN is adopted for the first-stage prestress, the load holding time is 15min, 1.2kN is adopted for the second-stage prestress, the load holding time is 30min, 2kN is adopted for the third-stage prestress, the load holding time is 30min, and 2.8kN is adopted for the fourth-stage prestress. And symmetrically tensioning the steel wire ropes at the two side supporting points.
(7) Sealing a gap between the steel wire rope and the reserved hole of the concrete floor by using high-strength glue;
(8) and two sides of the concrete beam are painted by adopting high-strength mortar.
The technical scheme of the prestressed steel strand reinforced concrete beam structure is as follows: the method comprises the following steps that a steel beam is arranged below a concrete beam, the steel beam is made of channel steel, a main rib of the concrete beam is welded with the steel beam, a middle fulcrum steel strand is arranged in the middle of the span of the concrete beam and is positioned in the middle of the section of the concrete beam, a pre-perforated hole is formed in the middle of the section of the concrete beam, the diameter of the pre-perforated hole is 35mm, the diameter of the middle fulcrum steel strand is 32mm, the middle fulcrum steel strand penetrates through the pre-perforated hole and a pre-perforated hole of a concrete floor and is fixed on a steel anchoring hoop, the diameter of the pre-perforated hole of the concrete floor is 28mm, the steel anchoring hoop connected with the middle fulcrum steel strand is arranged above the concrete floor at a position of 600-700 mm, in order to ensure connection of the steel anchoring hoop and a brick wall, the steel anchoring hoop is arranged around the brick wall, the section of the steel anchoring hoop is square; concrete beam all sets up limit fulcrum steel strand wires along span direction 1/4 position and 3/4 position, limit fulcrum steel strand wires are located concrete beam cross-section middle part, concrete beam cross-section middle part sets up the pre-perforation, the pre-perforation diameter is 35mm, limit fulcrum steel strand wires diameter is 32mm, limit fulcrum steel strand wires pass the pre-perforation and concrete floor preformed hole to be fixed at the steel anchor hoop, concrete floor preformed hole diameter is 35mm, the steel anchor hoop setting with limit fulcrum steel strand wires hookup is 300 ~ 400mm position above the concrete floor.
The construction steps comprise:
(1) drilling a preset through hole at a designated position at the bottom of the steel beam, and drilling a preset through hole in the middle of the section of the concrete beam;
(2) chiseling concrete below the concrete beam, exposing the main reinforcement, and welding the steel beam and the main reinforcement;
(3) stripping the surface of the brick wall, painting, drilling an annular brick groove, and welding a steel plate forming the steel anchoring hoop into a whole through the annular brick groove;
(4) drilling a preformed hole on the concrete floor;
(5) penetrating the middle fulcrum steel strand through the pre-punched holes of the steel beam and the concrete beam and the pre-punched hole of the concrete slab;
(6) prestress is applied to the middle pivot steel strand through a jack, four-stage tensioning is adopted for prestress application, 1kN is adopted for first-stage prestress, the load holding time is 15min, 3kN is adopted for second-stage prestress, the load holding time is 30min, 5kN is adopted for third-stage prestress, the load holding time is 30min, 7kN is adopted for fourth-stage prestress, and the load holding time is 45 min. And after tensioning is finished, fixing the middle fulcrum steel strand on the steel anchoring hoop. After the middle fulcrum steel strand is fixed, prestress is applied to the side fulcrum steel strand, four-stage tensioning is adopted for applying prestress to the side fulcrum steel strand, 0.8kN is adopted for first-stage prestress, the load holding time is 15min, 2.4kN is adopted for second-stage prestress, the load holding time is 30min, 4kN is adopted for third-stage prestress, the load holding time is 30min, 5.6kN is adopted for fourth-stage prestress, and the load holding time is 45 min. After tensioning is finished, fixing the side fulcrum steel strand on the steel anchoring hoop;
(7) sealing a gap between the steel strand and a preformed hole of the concrete floor by using high-strength glue, and sealing a gap between the steel strand and the preformed hole of the concrete beam by using the high-strength glue;
(8) and two sides of the concrete beam are painted by adopting high-strength mortar.
The technical scheme of the prestressed stay bar reinforced concrete beam structure adopts the following steps: the concrete beam is provided with a steel beam, the steel beam is made of channel steel, a main rib of the concrete beam is welded with the steel beam, a middle fulcrum prestressed stay bar is arranged on the left side and the right side of a middle crossing position of the concrete beam respectively, the middle fulcrum prestressed stay bar is located in the middle of the section of the steel beam, a supporting hole is formed in the middle of the section of the steel beam, a tee joint is inserted into the supporting hole, a rubber cushion with the thickness of 10mm is arranged between the supporting hole and the tee joint so that the connection is tighter, the diameter of the middle fulcrum prestressed stay bar is 35mm, and a horizontal stay bar is arranged between the middle fulcrum prestressed stay bar on the left side and the middle fulcrum prestressed. The steel anchoring hoops connected with the lower end parts of the middle fulcrum prestressed support rods are arranged 600-700 mm below the concrete floor slab, in order to ensure the connection of the steel anchoring hoops and the brick wall, the steel anchoring hoops are arranged around the brick wall, the cross sections of the steel anchoring hoops are square, the thickness of steel plates forming the steel anchoring hoops is 15-18 mm, and the width of the steel plates is 100-120 mm; the concrete beam all sets up limit fulcrum prestressing force vaulting pole along span direction 1/4 position and 3/4 position, and limit fulcrum prestressing force vaulting pole is located concrete beam cross-section middle part, and girder steel cross-section middle part sets up the supporting hole, and the supporting hole inserts the two-way joint, sets up the rubber pads that thickness is 10mm between supporting hole and the two-way joint so that connect inseparabler, and limit fulcrum prestressing force vaulting pole diameter is 35 mm. The steel anchoring hoops connected with the lower end portions of the side fulcrum prestressed support rods are arranged at the positions of 450-550 mm below the concrete floor slab, the steel anchoring hoops are arranged around the brick wall, the cross sections of the steel anchoring hoops are square, the thickness of steel plates forming the steel anchoring hoops is 15-18 mm, and the width of the steel plates is 100-120 mm. The middle part of each prestressed stay bar is provided with a tensioning bolt which is fixedly connected with the lower prestressed stay bar, the tensioning bolt is in threaded connection with the upper prestressed stay bar, a stress meter is arranged on the side edge of each prestressed stay bar to measure stress data during prestressed tensioning, and the tensioning bolt is rotated during prestressed tensioning so as to drive the prestressed stay bar to be tensioned.
The construction steps comprise:
(1) drilling a supporting hole at a designated position at the bottom of the steel beam;
(2) chiseling concrete below the concrete beam, exposing the main reinforcement, and welding the steel beam and the main reinforcement;
(3) stripping the surface of the brick wall, painting, drilling an annular brick groove, and welding a steel plate forming the steel anchoring hoop into a whole through the annular brick groove;
(4) a rubber pad, a three-way joint and a two-way joint are arranged in the supporting hole;
(5) installing a middle fulcrum prestressed support rod, applying prestress through a tension bolt, wherein the prestress application adopts four-stage tension, the first-stage prestress adopts 1kN, the load holding time is 15min, the second-stage prestress adopts 3kN, the load holding time is 30min, the third-stage prestress adopts 5kN, the load holding time is 30min, and the fourth-stage prestress adopts 7 kN; performing informatization construction by adopting stress data reflected by a stress meter in the tensioning process; and after tensioning is finished, fixing the middle fulcrum prestressed support rod on the steel anchoring hoop. After the middle fulcrum prestressed supporting rod is fixed, prestress is applied to the side fulcrum prestressed supporting rod, four-stage tensioning is adopted for applying the prestress of the side fulcrum prestressed supporting rod, 0.8kN is adopted for first-stage prestress, the load holding time is 15min, 2.4kN is adopted for second-stage prestress, the load holding time is 30min, 4kN is adopted for third-stage prestress, the load holding time is 30min, and 5.6kN is adopted for fourth-stage prestress. After tensioning is finished, fixing the side fulcrum prestressed support rod on the steel anchoring hoop;
(6) welding the horizontal stay bar with the left middle fulcrum prestressed stay bar and the right middle fulcrum prestressed stay bar respectively;
(7) and two sides of the concrete beam are painted by adopting high-strength mortar.
The invention has safe and reliable operation and good structural performance.
Drawings
Fig. 1 is a schematic diagram of a prestressed steel wire rope reinforced concrete beam structure, fig. 2 is a schematic diagram of a prestressed steel wire rope reinforced concrete beam structure, fig. 3 is a schematic diagram of a prestressed stay bar reinforced concrete beam structure, fig. 4 is a schematic diagram of a three-way joint, and fig. 5 is a schematic diagram of a two-way joint.
The reference symbols: 1. the steel beam, 2, a middle supporting point steel wire rope, 3, an edge supporting point steel wire rope, 4, a steel anchoring hoop, 5, a turn buckle, 6, a concrete beam, 7, a concrete floor slab, 8, a brick wall, 9, a middle supporting point steel strand, 10, an edge supporting point steel strand, 11, a middle supporting point prestressed stay bar, 12, an edge supporting point prestressed stay bar, 13, a horizontal stay bar, 14, a tensioning bolt, 15 and a stress meter.
Detailed Description
The present embodiment is described in detail below with reference to the accompanying drawings.
Example one
In the embodiment, a steel beam 1 is arranged below a concrete beam 6, the steel beam 1 is made of channel steel, main reinforcements of the concrete beam 6 are welded with the steel beam 1, a left steel wire rope and a right steel wire rope are arranged at the midspan position of the concrete beam 6, the left steel wire rope and the right steel wire rope are respectively provided with two middle fulcrum steel wire ropes 2, each middle fulcrum steel wire rope 2 is respectively positioned at two sides of the concrete beam, two corners of the bottom of the steel beam 1 are respectively provided with a pre-punched hole, the position of the pre-punched hole along the span direction is the midspan position of the concrete beam 6, the diameter of the pre-punched hole is 28mm, the diameter of the middle fulcrum steel wire rope 2 is 25mm, the middle fulcrum steel wire rope 2 penetrates through the pre-punched hole and a reserved hole of a concrete floor 7 to be fixed on a steel anchor hoop 4, the diameter of the reserved hole of the concrete floor 7 is 28mm, a basket bolt 5 is arranged inside, in order to ensure the connection of the steel anchoring hoops 4 and the brick wall 8, the steel anchoring hoops 4 are arranged around the brick wall 8, the cross sections of the steel anchoring hoops 4 are square, the thickness of steel plates forming the steel anchoring hoops 4 is 16mm, and the width of the steel plates is 130 mm; the concrete beam 6 is provided with two side fulcrum steel wire ropes 3 along the 1/4 position of the span direction, each side fulcrum steel wire rope 3 is respectively positioned at two sides of the concrete beam 6, two corners of the bottom of the steel beam 1 are respectively provided with a pre-perforation, the diameter of the pre-perforation is 28mm, the diameter of the side fulcrum steel wire rope 3 is 25mm, the side fulcrum steel wire rope 3 passes through the pre-perforation and is fixed on a steel anchoring hoop 4 through a concrete floor 7, a turn buckle 5 is arranged between the steel wire rope and the steel anchoring hoop 4, the turn buckle 5 is positioned above the concrete floor 7, and the steel anchoring hoop 4 connected with the side fulcrum steel wire rope 3 is arranged 300mm above the concrete floor 7; concrete beam 6 sets up two limit fulcrum wire rope 3 along span direction 3/4 positions, every limit fulcrum wire rope 3 is located concrete beam 6 both sides respectively, two bights in 1 bottom of girder steel set up the hole in advance respectively, the hole diameter in advance is 28mm, limit fulcrum wire rope 3 diameter is 25mm, limit fulcrum wire rope 3 passes the hole in advance and concrete floor 7 fixes at steel anchor hoop 4, set up turn buckle 5 in wire rope inside, turn buckle 5 position is in concrete floor 7 top, steel anchor hoop 4 with limit fulcrum wire rope 3 hookup sets up 300mm position above concrete floor 7.
The construction steps comprise:
(1) drilling preset through holes at the designated positions of two corners at the bottom of the steel beam 1;
(2) chiseling concrete below the concrete beam 6, exposing the main reinforcement, and welding the steel beam 1 and the main reinforcement;
(3) the surface of the stripped brick wall 8 is painted, an annular brick groove is drilled, and a steel plate forming the steel anchoring hoop 4 penetrates through the annular brick groove to be welded into a whole;
(4) drilling a reserved hole in the concrete floor 7;
(5) the steel wire rope 2 of the middle fulcrum penetrates through a pre-punched hole at the corner of the bottom of the steel beam 1 to be fixed on a steel anchoring hoop 4, and a turn buckle 5 between the steel wire rope and the steel anchoring hoop 4 is installed;
(6) prestress is applied to the middle fulcrum steel wire rope 2 through the turn buckle 5, four-stage tensioning is adopted for prestress application, 0.5kN is adopted for first-stage prestress, the load holding time is 15min, 1.5kN is adopted for second-stage prestress, the load holding time is 30min, 2.5kN is adopted for third-stage prestress, the load holding time is 30min, and 3.5kN is adopted for fourth-stage prestress. And symmetrically tensioning the two middle fulcrum steel wire ropes 2. After the prestress application of the middle fulcrum steel wire rope 2 is finished, prestress is applied to the side fulcrum steel wire rope 3, four-stage tensioning is adopted for the prestress application of the side fulcrum steel wire rope 3, the first-stage prestress is 0.4kN, the load holding time is 15min, the second-stage prestress is 1.2kN, the load holding time is 30min, the third-stage prestress is 2kN, the load holding time is 30min, and the fourth-stage prestress is 2.8 kN. And symmetrically tensioning the two side supporting point steel wire ropes 3.
(7) Sealing a gap between the steel wire rope and a reserved hole of the concrete floor slab 7 by using high-strength glue;
(8) and two sides of the concrete beam 6 are painted by high-strength mortar.
Example two
The steel beam 1 is arranged below the concrete beam 6, the steel beam 1 adopts channel steel, a main reinforcement of the concrete beam 6 is welded with the steel beam 1, a middle fulcrum steel strand 9 is arranged at the midspan position of the concrete beam 6, the middle fulcrum steel strand 9 is positioned in the middle of the cross section of the concrete beam 6, a pre-perforated hole is arranged in the middle of the cross section of the concrete beam 6, the diameter of the pre-perforated hole is 35mm, the diameter of the middle fulcrum steel strand 9 is 32mm, the middle fulcrum steel strand 9 passes through the pre-perforated hole and a pre-perforated hole of the concrete floor slab 7 to be fixed on the steel anchoring hoop 4, the diameter of the pre-, the steel anchoring hoops 4 connected with the middle pivot steel strands 9 are arranged at the position 600mm above the concrete floor slab 7, in order to ensure the connection of the steel anchoring hoops 4 and the brick wall 8, the steel anchoring hoops 4 are arranged around the brick wall 8, the cross sections of the steel anchoring hoops 4 are square, the thickness of steel plates forming the steel anchoring hoops 4 is 16mm, and the width of the steel plates is 130 mm; concrete beam 6 all sets up limit fulcrum steel strand wires 10 along span direction 1/4 position and 3/4 position, limit fulcrum steel strand wires 10 are located concrete beam 6 cross-section middle part, concrete beam 6 cross-section middle part sets up the pre-perforation, the pre-perforation diameter is 35mm, limit fulcrum steel strand wires 10 diameter is 32mm, limit fulcrum steel strand wires 10 pass the pre-perforation and concrete floor 7 preformed hole is fixed at steel anchor hoop 4, concrete floor 7 preformed hole diameter is 35mm, steel anchor hoop 4 with limit fulcrum steel strand wires 10 hookup sets up 300mm position above concrete floor 7.
The construction steps comprise:
(1) drilling a preset through hole at a designated position at the bottom of the steel beam 1, and drilling a preset through hole in the middle of the section of the concrete beam 6;
(2) chiseling concrete below the concrete beam 6, exposing the main reinforcement, and welding the steel beam 1 and the main reinforcement;
(3) the surface of the stripped brick wall 8 is painted, an annular brick groove is drilled, and a steel plate forming the steel anchoring hoop 4 penetrates through the annular brick groove to be welded into a whole;
(4) drilling a reserved hole in the concrete floor 7;
(5) the middle fulcrum steel strand 9 penetrates through the pre-punched holes of the steel beam 1 and the concrete beam 6 and the pre-punched hole of the concrete slab;
(6) prestress is applied to the middle pivot steel strand 9 through a jack, four-stage tensioning is adopted for prestress application, the first-stage prestress is 1kN, the load holding time is 15min, the second-stage prestress is 3kN, the load holding time is 30min, the third-stage prestress is 5kN, the load holding time is 30min, the fourth-stage prestress is 7kN, and the load holding time is 45 min. And after tensioning is finished, fixing the middle fulcrum steel strand 9 on the steel anchoring hoop 4. After the middle fulcrum steel strand 9 is fixed, prestress is applied to the side fulcrum steel strand 10, four-stage tensioning is adopted for prestress application of the side fulcrum steel strand 10, 0.8kN is adopted for first-stage prestress, the load holding time is 15min, 2.4kN is adopted for second-stage prestress, the load holding time is 30min, 4kN is adopted for third-stage prestress, the load holding time is 30min, 5.6kN is adopted for fourth-stage prestress, and the load holding time is 45 min. After tensioning is finished, fixing the side fulcrum steel strand 10 on the steel anchoring hoop 4;
(7) sealing gaps between the steel strands and the preformed holes of the concrete floor 7 by using high-strength glue, and sealing gaps between the steel strands and the preformed holes of the concrete beams 6 by using the high-strength glue;
(8) and two sides of the concrete beam 6 are painted by high-strength mortar.
EXAMPLE III
Set up girder steel 1 below concrete beam 6, girder steel 1 adopts the channel-section steel, the main muscle and the girder steel 1 welding of concrete beam 6, the centre position left side is striden to concrete beam 6 and fulcrum prestressing vaulting pole 11 is set up respectively on the right side, centre fulcrum prestressing vaulting pole 11 is located 6 cross-sections middle parts of concrete beam, 1 cross-sections middle part of girder steel sets up the supporting hole, the supporting hole inserts three way connection, set up the rubber pad that thickness is 10mm between supporting hole and the three way connection, centre fulcrum prestressing vaulting pole 11 diameter is 35mm, set up horizontal vaulting pole 13 between fulcrum prestressing vaulting pole 11 and the right side centre fulcrum prestressing vaulting pole 11 in the left side. The steel anchoring hoops 4 connected with the lower end parts of the middle fulcrum prestressed stay bars 11 are arranged at the position 600mm below the concrete floor slab, the steel anchoring hoops 4 are arranged around the brick wall 8, the cross sections of the steel anchoring hoops 4 are square, the thickness of steel plates forming the steel anchoring hoops 4 is 16mm, and the width of the steel plates is 100 mm; the concrete beam 6 all sets up limit fulcrum prestressing force vaulting pole 12 along span direction 1/4 position and 3/4 position, and limit fulcrum prestressing force vaulting pole 12 is located 1 cross-section middle part of girder steel, and 1 cross-section middle part of girder steel sets up the supporting hole, and the supporting hole inserts the two-way joint, sets up the rubber pad that thickness is 10mm between supporting hole and the two-way joint, and limit fulcrum prestressing force vaulting pole 12 diameter is 35 mm. The steel anchoring hoops connected with the lower end parts of the side fulcrum prestressed support rods 12 are arranged at the position of 450mm below the concrete floor slab, the steel anchoring hoops 4 are arranged around the brick wall 8, the cross sections of the steel anchoring hoops 4 are square, the thickness of steel plates forming the steel anchoring hoops 4 is 16mm, and the width of the steel plates is 100 mm. The middle parts of the prestressed support rods are all provided with tensioning bolts 14, the tensioning bolts 14 are fixedly connected with the lower prestressed support rods, the tensioning bolts 14 are in threaded connection with the upper prestressed support rods, stress meters 15 are arranged on the side edges of the prestressed support rods, and the tensioning bolts 14 are rotated during prestressed tensioning, so that tensioning of the prestressed support rods is driven.
The construction steps comprise:
(1) drilling a supporting hole at a designated position at the bottom of the steel beam 1;
(2) chiseling concrete below the concrete beam 6, exposing the main reinforcement, and welding the steel beam 1 and the main reinforcement;
(3) the surface of the stripped brick wall 8 is painted, an annular brick groove is drilled, and a steel plate forming the steel anchoring hoop 4 penetrates through the annular brick groove to be welded into a whole;
(4) a rubber pad, a three-way joint and a two-way joint are arranged in the supporting hole;
(5) installing a middle fulcrum prestress support rod 11, applying prestress through a tension bolt 14, wherein the prestress application adopts four-stage tension, the first-stage prestress adopts 1kN, the load holding time is 15min, the second-stage prestress adopts 3kN, the load holding time is 30min, the third-stage prestress adopts 5kN, the load holding time is 30min, and the fourth-stage prestress adopts 7 kN; stress data reflected by a stress meter 15 is adopted for information construction in the tensioning process; and after tensioning is finished, fixing the middle fulcrum prestressed stay bar 11 on the steel anchoring hoop 4. After the middle fulcrum prestressed supporting rod 11 is fixed, prestress is applied to the side fulcrum prestressed supporting rod 12, four-stage tensioning is adopted for applying the prestress of the side fulcrum prestressed supporting rod 12, 0.8kN is adopted for first-stage prestress, the load holding time is 15min, 2.4kN is adopted for second-stage prestress, the load holding time is 30min, 4kN is adopted for third-stage prestress, the load holding time is 30min, and 5.6kN is adopted for fourth-stage prestress. After tensioning is finished, fixing the side fulcrum prestressed stay bar 12 on the steel anchoring hoop 4;
(6) respectively welding the horizontal stay bar 13 with the left middle fulcrum prestressed stay bar 11 and the right middle fulcrum prestressed stay bar 11;
(7) and two sides of the concrete beam 6 are painted by high-strength mortar.

Claims (1)

1. A construction method for reinforcing a concrete beam by prestressed steel wire ropes is characterized in that a steel beam is arranged below the concrete beam and is made of channel steel, a main reinforcement of the concrete beam is welded with the steel beam, a left steel wire rope and a right steel wire rope are arranged at the midspan position of the concrete beam, the left steel wire rope and the right steel wire rope are respectively provided with two middle fulcrum steel wire ropes, each middle fulcrum steel wire rope is respectively positioned at two sides of the concrete beam, two corners of the bottom of the steel beam are respectively provided with a pre-punched hole, the position of the pre-punched hole along the span direction is the midspan position of the concrete beam, the diameter of the pre-punched hole is 28mm, the diameter of the middle fulcrum steel wire rope is 25mm, the middle fulcrum steel wire rope penetrates through the pre-punched hole and a concrete floor reserved hole to be fixed on a steel anchoring hoop, the diameter of the concrete floor reserved hole is 28mm, a turnbuckle is arranged between the steel wire ropes and the steel anchoring hoop, the steel anchoring hoops are arranged around the brick wall, the cross sections of the steel anchoring hoops are square, the thickness of steel plates forming the steel anchoring hoops is 15-18 mm, and the width of the steel plates is 120-150 mm; the concrete beam is provided with two side fulcrum steel wire ropes at 1/4 positions along the span direction, each side fulcrum steel wire rope is respectively positioned at two sides of the concrete beam, two corners of the bottom of the steel beam are respectively provided with a pre-perforation hole, the diameter of the pre-perforation hole is 28mm, the diameter of each side fulcrum steel wire rope is 25mm, each side fulcrum steel wire rope penetrates through the pre-perforation hole and the concrete floor to be fixed on a steel anchoring hoop, a turnbuckle is arranged inside each steel wire rope, the turnbuckle is positioned above the concrete floor, and the steel anchoring hoops connected with the side fulcrum steel wire ropes are arranged at 300-400 mm positions above the concrete floor; the concrete beam is provided with two side fulcrum steel wire ropes at 3/4 positions along the span direction, each side fulcrum steel wire rope is respectively positioned at two sides of the concrete beam, two corners of the bottom of the steel beam are respectively provided with a pre-perforation hole, the diameter of the pre-perforation hole is 28mm, the diameter of each side fulcrum steel wire rope is 25mm, each side fulcrum steel wire rope penetrates through the pre-perforation hole and the concrete floor to be fixed on a steel anchoring hoop, a turnbuckle is arranged inside each steel wire rope, the turnbuckle is positioned above the concrete floor, and the steel anchoring hoops connected with the side fulcrum steel wire ropes are arranged at 300-400 mm positions above the concrete floor;
the construction steps comprise:
(1) drilling preset through holes at the designated positions of two corners at the bottom of the steel beam;
(2) chiseling concrete below the concrete beam, exposing the main reinforcement, and welding the steel beam and the main reinforcement;
(3) stripping the surface of the brick wall, painting, drilling an annular brick groove, and welding a steel plate forming the steel anchoring hoop into a whole through the annular brick groove;
(4) drilling a preformed hole on the concrete floor;
(5) fixing the steel wire rope of the middle fulcrum on the steel anchoring hoop by penetrating through the pre-punched hole at the corner part of the bottom of the steel beam, and installing a turn buckle between the steel wire rope and the steel anchoring hoop;
(6) prestress is applied to the middle fulcrum steel wire rope through the turn buckle, four-stage tensioning is adopted for prestress application, the first-stage prestress is 0.5kN, the load holding time is 15min, the second-stage prestress is 1.5kN, the load holding time is 30min, the third-stage prestress is 2.5kN, the load holding time is 30min, and the fourth-stage prestress is 3.5 kN; symmetrically tensioning the two middle fulcrum steel wire ropes; after the prestress application of the middle fulcrum steel wire rope is finished, applying prestress to the side fulcrum steel wire rope, wherein the prestress application of the side fulcrum steel wire rope adopts four-stage tensioning, the first-stage prestress adopts 0.4kN, the load holding time is 15min, the second-stage prestress adopts 1.2kN, the load holding time is 30min, the third-stage prestress adopts 2kN, the load holding time is 30min, and the fourth-stage prestress adopts 2.8 kN; symmetrically tensioning the two side supporting point steel wire ropes;
(7) sealing a gap between the steel wire rope and the reserved hole of the concrete floor by using high-strength glue;
(8) and two sides of the concrete beam are painted by adopting high-strength mortar.
CN202010574425.9A 2017-01-12 2017-01-12 Construction method for reinforcing concrete beam by prestressed steel wire rope Withdrawn CN111677329A (en)

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CN202010573166.8A Withdrawn CN111677328A (en) 2017-01-12 2017-01-12 Prestressed steel strand reinforced concrete beam structure
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CN113863708A (en) * 2021-10-15 2021-12-31 河北雄安荣乌高速公路有限公司 Method for reinforcing concrete beam span
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Family Cites Families (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20020033988A (en) * 2000-10-31 2002-05-08 이창남 Upgrading method of R.C. Structures
JP3867037B2 (en) * 2002-09-25 2007-01-10 新日本製鐵株式会社 Reinforcement structure and reinforcement method for existing structures
CN201297042Y (en) * 2008-11-14 2009-08-26 李延和 Outside prestressing force structure of reinforced concrete beam
CN202202577U (en) * 2011-08-18 2012-04-25 正益集团有限责任公司 Post disassembly structure of pre-stressed support beam
CN102936965B (en) * 2012-11-20 2017-04-12 淮海工学院 Method for strengthening reinforced concrete beam through distributed external prestressing cables
CN103321444B (en) * 2013-06-14 2015-09-09 罗海军 Concrete floor reinforced construction method
CN103352577A (en) * 2013-08-05 2013-10-16 朱奎 Construction method for reinforcing wood beam
CN203669406U (en) * 2014-01-08 2014-06-25 周磊 Reinforced structure with prestressed concrete slab additionally arranged
CN105926468B (en) * 2016-04-29 2018-06-29 长安大学 Concrete T-shaped beam external prestressing strengthening structure and method
CN206545407U (en) * 2017-01-12 2017-10-10 叶香竹 A kind of prestressing steel strand reinforced concrete girder construction
CN206545408U (en) * 2017-01-12 2017-10-10 叶香竹 A kind of prestress rope reinforced concrete girder construction
CN206438786U (en) * 2017-01-12 2017-08-25 叶香竹 A kind of pre-stressed strutses reinforced concrete girder construction
CN106639355A (en) * 2017-01-12 2017-05-10 叶香竹 Reinforced concrete beam structure

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CN113803409A (en) * 2021-09-18 2021-12-17 科顿环境科学股份有限公司 Non-adjustable steel wire rope pre-tightening and mounting method for planar truss
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Application publication date: 20200918